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Wood Beam <br />LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:8 - C.B. <br />Project File: 2710 Laird Ave Member Check.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 <br />1000 <br />1000 <br />1500 <br />625 <br />1700 <br />620 <br />180 <br />675 31.21 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof) <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft, (Ceiling) <br />Point Load : D = 0.2270, Lr = 0.3620 k @ 7.170 ft, (Hip) <br />Point Load : D = 0.2270, Lr = 0.3620 k @ 7.170 ft, (Hip) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.679: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.184 ft <br />36.21 psi= <br />= <br />1,375.00 psi <br />4x12Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x12 <br />Maximum Shear Stress Ratio 0.161 : 1 <br />0.000 ft= <br />= <br />934.30 psi <br />Maximum Deflection <br />0 <360 <br />655 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.154 in 1139Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.267 in Ratio =>=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 14.527 ft 1 0.395 0.097 0.90 1.100 1.001.00 1.00 2.41 391.4 990.0 0.41 162.01.00 15.71.00 <br />1.00Length = 0.05321 ft 1 0.004 0.097 0.90 1.100 1.001.00 1.00 0.02 3.7 990.0 0.41 162.01.00 15.71.00 <br />1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 14.527 ft 1 0.408 0.105 1.00 1.100 1.001.00 1.00 2.76 448.8 1,100.0 0.50 180.01.00 19.01.00 <br />1.00Length = 0.05321 ft 1 0.004 0.105 1.00 1.100 1.001.00 1.00 0.03 4.6 1,100.0 0.49 180.01.00 19.01.00 <br />1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 14.527 ft 1 0.679 0.161 1.25 1.100 1.001.00 1.00 5.75 934.3 1,375.0 0.95 225.01.00 36.21.00 <br />2710 N Laird St & 2209 W <br />Laramore Ln10/7/2024